JP2008101324A - Reinforcing method for building, reinforcing material, adhesive, and reinforcing structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a reinforcing method for a building, a reinforcing material, an adhesive and a reinforcing structure, which are more excellent in performance, constructibility and cost than a conventional technology. <P>SOLUTION: Characteristically, the reinforcing material as a highly-bendable material, which exerts elasticity on an axis-of-member-direction tensile load and which makes rigidity against a load except the tensile load small enough to manually and easily cause visible deformation, is anchored to an object to be reinforced, which is to be attached to the member and periphery of the building, so as to reinforce the object to be reinforced. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

  The present invention relates to a method for reinforcing a structure, a reinforcing material, an adhesive, and a reinforcing structure.

  In order for the structure to function safely, structural members such as walls, columns, and beams have sufficient strength and toughness, and non-structural members of the structure such as roofing materials, ceilings, interior materials, and exterior materials It is necessary to reinforce those installed around structures such as advertising towers and soundproof walls so that they will not collapse or fall off against disturbances such as seismic winds. A large-scale space such as the 2001 Geiyo Earthquake Gymnasium, the 2003 Tokachi-oki Earthquake Airport Terminal Building, and the 2005 Miyagi-ken Oki Earthquake Sports Facility has been damaged, creating a social problem. The Ministry of Land, Infrastructure, Transport and Tourism published technical advice on measures to prevent the collapse of the ceiling of buildings with large spaces following the earthquake in 2001, and augmented this after the earthquake in 2003 (Kunijutsu No. 2402). ). For structural members, rational design guidelines and seismic diagnostic criteria have been established for various structures, and seismic reinforcement is one of the national goals.

  The Architectural Institute of Japan has published the guidelines and explanations for earthquake-resistant design and construction of non-structural members and the guidelines for earthquake-resistant design and construction (revised in 2003). In addition, the guide for earthquake-resistant repair of the existing steel structure gymnasium of the Building Disaster Prevention Association and the example (2004) show the method for preventing and collapsing the ceiling based on the above two earthquake damage cases. Taking the clearance between the ceiling and the frame and installing an oblique steady rest are the basic measures. Specifically, a method of installing a bar-shaped or plate-shaped metal reinforcing material on an existing binding material such as a suspension bolt or a hanger or a frame material such as a field edge (brace reinforcement) is performed. In addition, for reinforcement of various structural members such as concrete, wood, and steel frames, so-called continuous fibers made of FRP bodies (fiber reinforced plastics) by impregnating steel sheets, hardware, and carbon fibers, aramid fibers, glass fibers, etc. with epoxy resin, etc. Reinforcement etc. are used, and the Japan Society of Civil Engineers and Architectural Institute has created a unified design guideline for these reinforcement methods.

However, when the above conventional method is installed in a structure that has already been constructed, it is difficult to process and attach, and the metal causes plastic deformation with a slight strain (yield strain: 0.2% to 0.4% for iron). However, there is a problem that the reinforcing material is detached or damaged without following the repeated vibration. In addition, it is difficult to give sufficient toughness to the structural frame and the shear deformation of the members even if reinforcement is performed. In order to avoid this, even if a sudden external force is applied, if the reinforcement is designed with the goal that the deformation only occurs within the elastic range of the metal, the design distortion of the reinforcement needs to be kept below the yield strain of the metal. As a result, a large rigidity is required for the reinforcing structure, which increases the amount of reinforcing material used. In order to avoid shear failure, a design method in which the shear strength of members and frames is made larger than the bending strength is widely adopted, but this method increases the amount of shear reinforcement, variation in material properties, and unexpected load conditions. In reality, there is a problem that a load exceeding the shear strength acts and the reinforced member may be sheared and destroyed. In addition, when welding is performed with an existing structure, it is necessary to perform sufficient curing in preparation for a fire or the like. In addition, since plate-like iron or the like cannot be easily folded or folded, it is difficult to carry and carry it in a narrow space. Furthermore, in existing structures, there is an error in the dimensions of the drawing and the actual dimensions, and the length and shape of the reinforcing material are often matched on-site, so when using metallic materials, cutting with an electric machine , Drilling is required. When carbon fiber or the like is used, it is harmful to suck the filament, or it is necessary to perform a complicated process such as resin impregnation. These are factors that increase costs during the period of reinforcement work.
An object of the present invention is to provide a method for reinforcing a structure, a reinforcing material, a fixing mechanism, an adhesive, and a reinforcing structure, which are superior in performance, workability, and cost as compared with the prior art.

The present invention solves the above-described problems, is elastic with respect to a tensile load in the axial direction of the material, and has a rigidity with respect to other loads that is small enough to easily cause visible deformation by human power. The reinforcing material, which is a highly flexible material, is fixed to the structural member and the reinforcing object to be attached to the periphery, and the reinforcing object is reinforced to prevent destruction, breakage, dropout, etc. And As the highly flexible material, one having a material axis in one direction and one having a material axis in two directions is used.
Here, the structure refers to a building such as a building, an infrastructure-related facility such as a bridge, equipment such as a signboard or an advertising tower, and the like, which is constructed as a related facility for industry, disaster prevention, daily life, or the like. In addition, structural members and those attached to the surroundings are structural members such as walls, floors, beams, and pillars, non-structural members such as ceilings, interior materials, and exterior materials, soundproof walls, and advertising towers. The elements that make up the construct, such as those that are, and those around the construct. For construction, it includes those listed in Article 39, Paragraph 1 of the Building Standards Act Construction Order.
The material axis is a direction specific to the highly flexible material. Usually, when a reinforcing material is placed on a flat surface, the material axis is manufactured to be a straight line. The dimension measured along this straight line is the length, and the dimension measured in the direction perpendicular to the material axis, that is, the thickness and width are made constant. In the case of a biaxial material having two-direction material axes, the length and width directions are usually used as material axes. In addition, the term “elasticity” means that the relationship between the stress and strain of the reinforcing material is generally proportional within the range of strain assumed to occur in the reinforcing material in the reinforcement design of the object to be reinforced, that is, to increase or decrease the strain. It can be handled when the stress increases or decreases in proportion. The rigidity with respect to loads other than the tensile load includes compression rigidity, bending rigidity, shear rigidity, torsion rigidity, and the like. The highly flexible material of the present invention exhibits only an axial tensile resistance against the deformation of the structure, and can itself break in a failure mode other than tensile failure such as compression failure, shear failure, and bending failure. And there is almost no possibility that deformation other than elongation deformation of the highly flexible material will damage the structure. That is, the surrounding member and the fixing structure provided between this and the highly flexible material are not damaged by the deformation of the reinforcing material other than the material axial direction. Furthermore, plastic strain hardly accumulates in the reinforcing material with respect to repeated loads, and the deterioration of the restoring force of the object to be reinforced with respect to repeated loads is smaller than in the conventional reinforcement method. In the reinforcement design against sudden external forces such as ordinary earthquakes and typhoons, the design limit strain is a value of about 0.1% to 3%. Therefore, it is desirable that the highly flexible material is elastic in design up to a tensile strain of about 3%. Further, from the viewpoint of securing a margin for unexpected deformation, it is desirable to exhibit an elastic restoring force even at a tensile strain of about 5% or 10%.
The highly flexible material is preferably lightweight. If it is lightweight, one worker can carry the amount of reinforcement necessary for reinforcement in one or several places, and it can be transported and installed in a confined space such as the ceiling. Considering that the length per reinforcement point of the reinforcing material necessary for reinforcement of a general reinforcing object is from several meters to several tens of meters, the weight per unit length of the reinforcing material is 1 kg. / M or less is desirable. It is desirable that the thickness of the reinforcing material is so thin that it can easily pass through the gap between the reinforcing object and the existing reinforcing material. Ordinary structures such as buildings and objects to be reinforced already have a gap of about 1 mm to 10 mm or can be easily opened, so there is a possibility of being caught when the thickness of the reinforcing material or through the gap The size of the portion may be less than this size. As will be described later, the transmission stress of the reinforcing material when the reinforcing material is fixed by the fixing mechanism of the present invention is inversely proportional to the square root of the thickness of the reinforcing material and proportional to the tensile modulus (Young's modulus) of the reinforcing material. Therefore, the thinner the reinforcing material is, the higher the Young's modulus is. Accordingly, considering the above consideration, the thickness is desirably about 1 mm to 3 mm.

In the present invention, the highly flexible material is directly affixed to a structure with an adhesive, is attached to a reinforcing object or one surface around an existing reinforcing material, or is wound around several surfaces. It is characterized in that it is installed by sticking with and fixing. When a fixing structure having a large fixing strength is required, the reinforcing material is wound around the existing material in a spiral shape and joined between the existing reinforcing material and / or the reinforcing materials of the present invention. Features.
According to the present invention, a known mechanical fixing method such as drilling a hole in the reinforcing material and using a screw depending on conditions such as a reinforcement object, a work environment in the field, a delay time until the reinforcing effect is expressed, It is characterized in that a toughness fixing mechanism between reinforcing members or objects to be reinforced is formed by using a known frictional method of pressing the material with a clip or the like. Further, the present invention includes a method of fixing the highly flexible material of the present invention using only the above-mentioned known fixing method, or a combination with a conventional reinforcing material and a reinforcing method.

According to the present invention, when the highly flexible material is fixed to a reinforcing object, the fixing is released by using a tough fixing mechanism in which the fixing strength is smaller than the tensile fracture strength of the base and is uniform in the fixing section. Increase the relative displacement between the reinforcing material and the base until the start, and increase the transmission stress of the highly flexible material, and cracks or damage occurs in the substrate in the fixing section. Even after part of the fixing is released, the base is not destroyed, and the surrounding toughness fixing mechanism develops the fixing force and the fixing is continued. This feature is effective when, for example, a location where a crack occurs cannot be specified in advance, such as shear reinforcement of a concrete member. Here, the base is a material of the surface of the object to be reinforced, and is a material with which the fixing mechanism comes into contact, such as reinforced concrete, finished mortar, wood, tile, metal, and the like. The toughness fixing mechanism is a fixing mechanism that requires a large amount of energy to release the fixing.
In the present invention, the design and performance evaluation of the fixing mechanism are based on the interfacial peeling energy of the fixing mechanism, that is, the energy required for the fixing mechanism of the unit area to be released (unit: [force] / [length], for example, N / mm) and an average fixing force. The transmission stress of the highly flexible material is calculated using the interfacial peel energy of the fixing mechanism, the tensile elastic modulus (simply referred to as Young's modulus) and the thickness of the highly flexible material. The necessary fixing length, that is, the fixing length necessary and sufficient for exhibiting the transmission stress is calculated from the transmission stress and the average fixing force. Further, the present invention assumes that the fixing force of the toughness fixing mechanism, that is, the shearing force per unit area that is exerted when the fixing mechanism causes a relative displacement between the base and the highly flexible material is constant. Thus, the maximum transmission force of the highly flexible material when the fixing length is smaller than the required fixing length is obtained. Concrete or wood, among the most commonly used material in the construction material, the tensile fracture strength of relatively fragile material, so is about 1~3N / mm ^2, the fixing strength is 5N / mm ² The following is desirable. Further, on the safe side, 1 N / mm ² or less is desirable. The higher the interfacial peeling energy, the better, but there is a limit depending on the structure and material of the fixing mechanism.

In the present invention, the interfacial peeling energy of the fixing mechanism divided by the average fixing force becomes a relative displacement between the reinforcing material and the member at which the fixing mechanism starts partially releasing, that is, a fixing peeling limit relative displacement, In addition, in the case where a crack or the like is generated in the base in the fixing section, the fixing mechanism is designed on the assumption that the separation starts when the width becomes twice the relative displacement. . Empirically, in order for the structure to be safe against sudden external forces such as earthquakes, it is necessary to maintain the restoring force even if cracks of about 1 mm to 2 mm or opening of the joint occurs in the structure. Is done. Therefore, the fixing mechanism needs toughness that does not break even when a relative displacement between about half of the member reinforcing members is generated. Therefore, when the fixing strength is 1 N / mm ² , the fixing mechanism is at least 0.5 N / mm. A degree of interfacial debonding energy is required. Further, when the fixing strength is 5 N / mm ² , the interface peeling energy of at least about ^2.5 N / mm is required.
The present invention is characterized in that, when the crack is largely displaced in the base surface inside and outside, the reinforcing effect is calculated using the fixing force in the direction perpendicular to the lower ground of the fixing mechanism. In the reinforcement design of ordinary structural members such as walls, columns, and beams, the cracks are not considered to be greatly displaced. Alternatively, the rigidity of the reinforcing material and the strength of the fixing mechanism are determined so as not to cause a large displacement at the design limit. However, in the design of the collapse prevention reinforcement, a method of allowing the crack to cause a finite displacement is conceivable. In this case, the thickness of the reinforcing material is set so that the displacement balance falls within the allowable range by formulating the force balance and strain displacement relationship with respect to the reinforcing material in a state where the landslide risk region has a finite displacement in the out-of-plane direction. Calculate the fixing range. At this time, the fixing force in the normal direction of the ground plane of the fixing mechanism is used.
The present invention assumes that there is a one-to-one correspondence between the apparent principal strain of the member and the transmission stress of the reinforcing member fixed to the member through the toughness fixing mechanism. That is, it is characterized by calculating restoring force characteristics, strength, toughness and the like. Here, the apparent main strain is obtained by dividing the crack width of the member by the crack interval.

  The above content will be described below using mathematical expressions. It is assumed that the highly flexible material is installed on a part of the object to be reinforced through the fixing mechanism. Since the highly flexible material has only the tensile rigidity in the material axis direction, it can follow the surface shape of the object to be reinforced. Moreover, it can also be installed across the space which a reinforcement target object stretches. An X coordinate is taken on the material axis. The coordinates are curved coordinates in the section where the toughness fixing mechanism is provided, because the coordinates are in the shape of the base. When the highly flexible material crosses the space where the object to be reinforced is stretched, it is basically installed so as not to be loosened, and thus becomes substantially straight. Consider both a case where one toughness fixing mechanism is continuously present and a case where two toughness fixing mechanisms are present via a portion across the space. The mechanical function of the fixing mechanism is to exert a resistance force (referred to as a fixing force) in the opposite direction depending on the relative displacement between the highly flexible material and the base. It is assumed that the rigidity of the highly flexible material other than the tensile load is originally small, but in addition to this, it is assumed that the tensile rigidity is also smaller than the rigidity of the reinforcing object including the base. It is considered that the relative displacement that occurs when deformation occurs without cracks in the fixing section is small. That is, the relative displacement is considered to occur when the object to be reinforced is deformed and the highly flexible material causes elongation strain.

の前記高屈曲性材と補強対象物および前記定着機構から成る帯状の領域を考える。座標が

である点に、大きさδ_１の相対変位が生じ、これに応じて下地と前記高屈曲性材との間に前記定着機構を介して材軸方向に定着力τが作用したとする。この相対変位と定着力によって、定着機構の点

近傍の微小面積

に対してなされる単位面積当たりの仕事

は、式（１０）で表すことができる。ただし、前記高屈曲性材の材軸引張方向以外の剛性は小さいとして、材軸方向以外の外力による仕事は無視している。

補強対象物および前記高屈曲性材の変形前の相対変位はゼロであり、補強対象物は、前記高屈曲性材に比べて剛であると仮定しているので、前記高屈曲性材の変位は、前記相対変位に等しいと考えられる。即ち、前記高屈曲性材の歪εは、式（１１）で書ける。

式（１１）を用いて、式（１０）の積分を前記座標に関するものに変換する。

ただし、区間[bond]は、仕事

を計算する微小面積を含んで、相対変位がδ_１からゼロ渡って変化する連続した区間であり、以下、定着区間と称する。また、定着機構は、該区間内では、前記積分変数の変換が工学的に妥当であると考えられる程度に均質であると仮定する。 A small width along the coordinates

Consider a belt-like region composed of the highly flexible material, the object to be reinforced, and the fixing mechanism. Coordinates are

To which point the, cause relative displacement magnitude [delta] _1, and acted fixing force τ is the wood-axis direction via the fixing mechanism between the high flexibility material as a base accordingly. Due to this relative displacement and fixing force, the fixing mechanism

Near area

Work per unit area made against

Can be represented by Formula (10). However, work due to an external force other than the material axis direction is ignored, assuming that the rigidity of the highly flexible material other than the material axis tension direction is small.

Since the relative displacement before deformation of the object to be reinforced and the highly flexible material is zero, and it is assumed that the object to be reinforced is more rigid than the highly flexible material, the displacement of the highly flexible material is Is considered to be equal to the relative displacement. That is, the strain ε of the highly flexible material can be expressed by the equation (11).

Using Equation (11), the integral of Equation (10) is converted into that relating to the coordinates.

However, the section [bond]

Is a continuous section in which the relative displacement changes from δ ₁ to zero, including a small area for calculating the following, and is hereinafter referred to as a fixing section. In addition, the fixing mechanism assumes that the conversion of the integral variable is homogeneous within the interval to the extent that it is considered to be engineeringly appropriate.

ただし、定着力τ以外の荷重は小さいとして無視している。前記高屈曲性材は引張方向に弾性であるとしているので、ヤング率を

とすれば、構成則は、

式（１３）と（１４）より、

式（１０）と（１１）、（１３）より、

即ち、定着機構に成される仕事は、定着区間[bond]内の前記高屈曲性材の歪エネルギーの増分となる。式（１１）と（１５）より、前記高屈曲性材の歪、前記相対変位、および定着力は直接関係付けられているので、仕事

は、定着力の座標に関する平均値を

を定着力と前記高屈曲性材の歪の座標に関する分布形状に関わる係数として、次のように表すことが出来る。

定着力は、相対変位と逆向きであると仮定しているので、式（１５）から、定着区間内では、高屈曲性材歪は単調増加あるいは減少であり、端部で最大値と最小値をとる。これを、それぞれ、ε_１、ε_０とすれば、式（１６）と（１７）から、高屈曲性材の定着区間端部の最大歪ε_１は、

また、高屈曲性材によって伝達される最大応力（伝達応力という）は、（１８）にヤング率を乗じて求められる。一般に亀裂の両側に定着区間があるので、亀裂幅は、相対変位δ_１の２倍となると考えられ、これを

とすれば、

The balance formula of the highly flexible material is as follows: σ is the stress in the axial direction of the material, t is the dimension (thickness) in the direction perpendicular to the material axis,

However, loads other than the fixing force τ are ignored because they are small. Since the highly flexible material is said to be elastic in the tensile direction,

If so, the constitutive law is

From equations (13) and (14),

From equations (10), (11), and (13),

That is, the work performed by the fixing mechanism is an increase in strain energy of the highly flexible material in the fixing section [bond]. From equations (11) and (15), the strain of the highly flexible material, the relative displacement, and the fixing force are directly related to each other.

Is the average value for the fixing force coordinates

Can be expressed as follows as a coefficient relating to the distribution shape relating to the coordinates of the fixing force and the strain of the highly flexible material.

Since it is assumed that the fixing force is opposite to the relative displacement, from Equation (15), within the fixing section, the highly flexible material strain monotonously increases or decreases, and the maximum value and the minimum value at the end. Take. Assuming that these are ε ₁ and ε ₀ , respectively, the maximum strain ε ₁ at the end of the fixing section of the highly flexible material is calculated from the equations (16) and (17).

The maximum stress (transmitted stress) transmitted by the highly flexible material is obtained by multiplying (18) by the Young's modulus. In general, since there are fixing sections on both sides of the crack, the crack width is considered to be twice the relative displacement δ ₁ ,

given that,

を用いて、これが規準値

（界面剥離エネルギー）を超えた時に定着機構の解除（剥離）が起こると仮定する。この場合、前記高屈曲性材の伝達応力の最大値

は、定着機構の解除限界の高屈曲性材応力であり、式（１７）で、

とし、式（１８）に代入し、ヤング率を乗ずれば、

ただし、

は、定着区間端部の高屈曲性材応力である。また、剥離限界亀裂幅

と界面剥離エネルギーの関係は、式（１７）に、亀裂の両側に大きさが等しい相対変位δ_１が生ずると仮定して、

を代入し、添え字Ａを付して、

定着力が、下地の破壊強度を超えない限りは、定着機構が一部解除しても、定着区間が広がる余地があれば、上記のモデルが成り立つ。従って、式（１７）、（２０）と（２１）に総括される上記の推論は、定着力τが下地の引張破壊強度より小さい靭性定着機構を用いても、界面剥離エネルギー

を大きくすることにより、定着解除が開始するまでの前記相対変位、即ち、定着剥離限界相対変位

、剥離限界亀裂幅

、ならびに応力増分、即ち、剥離限界伝達応力

を大きくできることを示している。
定着区間[bond]の大きさを知ることは本発明の補強の設計において重要である。式（１３）を定着区間[bond]で積分し、この区間の平均定着力を

とすれば、

ただし、式（２２）の左辺は、定着区間の座標に沿って計った長さである。また、前記高屈曲性材の厚さｔは、一定としている。従って、必要定着長

を前記高屈曲性材が前記定着機構の剥離限界で伝達する応力に対する定着区間の長さとすれば、これは、式（２２）

とすれば、安全側（大きめ）に評価できる。

ここで、定着機構の定着力は、剥離限界までは相対変位に関わらず一定であると仮定すると、定着機構の長さが式（２３）に示す値より、短い場合には、定着機構の長さに比例するとして剥離限界応力が計算できる。
定着区間の長さ（定着長

）が前記必要定着長より長い場合には、伝達応力は増加しないが、亀裂近傍で剥離しても、定着区間が亀裂から遠ざかる方向に拡大できるので、定着が完全に解除する下地の亀裂幅は大きくなる。これを、完全剥離限界亀裂幅

とすれば、剥離した区間の前記高屈曲性材には、定着力が作用していないことを考慮し、次のように、計算できる。

補強対象物の変形と前記高屈曲性材および前記靭性定着機構の力学的挙動の関係は、このように単純に数式で記述できるので、構築物の部材に前記高屈曲性材を定着して補強した場合の補強後の力学的性能は、この部材の準拠する設計指針の設計式にこの関係を反映させて容易に計算することができる。特に、前記高屈曲性材の歪変位関係、前記定着機構の構成則ともに区分的に単調であるので、適合性のある構造計算が可能になる点は、降伏歪が小さい鉄を用いた補強が、適合性を無視した強度計算式を用いざるを得ないことに比較して大きな利点である。 Various conditions such as the maximum relative displacement and the maximum fixing force are conceivable as conditions for defining the release limit of the fixing mechanism. Here is the work done by the fusing mechanism

This is the reference value

It is assumed that the fixing mechanism is released (peeled) when (interfacial peel energy) is exceeded. In this case, the maximum value of the transfer stress of the highly flexible material

Is the highly flexible material stress at the release limit of the fixing mechanism,

And substituting into equation (18) and multiplying by Young's modulus,

However,

Is the highly flexible material stress at the end of the fixing zone. Also, peeling limit crack width

Assuming that the relative displacement δ ₁ having the same magnitude occurs on both sides of the crack in the equation (17),

And subscript A,

As long as the fixing force does not exceed the breaking strength of the ground, the above model holds if there is room for the fixing section to be widened even if the fixing mechanism is partially released. Therefore, the above reasoning summarized by the equations (17), (20) and (21) shows that the interfacial debonding energy is obtained even when a tough fixing mechanism having a fixing force τ smaller than the tensile fracture strength of the base is used.

To increase the relative displacement until the fixing release starts, that is, the fixing peeling limit relative displacement.

, Peeling limit crack width

, As well as stress increments, i.e. peel limit transmission stress

It is shown that can be increased.
Knowing the size of the anchoring section [bond] is important in the reinforcement design of the present invention. Equation (13) is integrated over the fixing section [bond], and the average fixing power of this section is calculated.

given that,

However, the left side of Equation (22) is the length measured along the coordinates of the fixing section. Further, the thickness t of the highly flexible material is constant. Therefore, the required fixing length

Is the length of the fixing section with respect to the stress transmitted by the highly flexible material at the peeling limit of the fixing mechanism, this is expressed by the equation (22).

Then, it can be evaluated on the safe side (larger).

Here, assuming that the fixing force of the fixing mechanism is constant regardless of the relative displacement until the peeling limit, when the length of the fixing mechanism is shorter than the value shown in Expression (23), the length of the fixing mechanism The peeling limit stress can be calculated as proportional to the thickness.
Length of fixing section (fixing length

) Is longer than the necessary fixing length, the transmission stress does not increase. However, even if peeling near the crack, the fixing section can be expanded away from the crack. growing. This is the complete peel limit crack width

Then, considering that the fixing force does not act on the highly flexible material in the peeled section, it can be calculated as follows.

Since the relationship between the deformation of the object to be reinforced and the mechanical behavior of the high-flexibility material and the toughness fixing mechanism can be simply expressed in this way, the high-flexibility material is fixed and reinforced on the members of the structure. The mechanical performance after reinforcement in the case can be easily calculated by reflecting this relationship in the design formula of the design guideline to which this member conforms. In particular, since the strain displacement relationship of the highly flexible material and the constitutive law of the fixing mechanism are both monotonically monotonous, it is possible to perform structural calculations that are compatible with reinforcement using iron with low yield strain. This is a great advantage compared to the necessity to use a strength calculation formula ignoring compatibility.

ただし、

は、崩落危険部位の変位

によって、剥離境界線の長さ

の部分に作用する面外方向引き剥がし力（以下、崩落荷重という）、

は、面外方向の単位長さ当たりの定着機構の定着力であり、定着機構の性能試験によって定める値である。一般にこれは、補強材軸（定着力の方向）と下地面の成す角θの関数になると考えられるが、通常は、θ＝90°の場合について試験を行う。前述した定着力τは、厳密にはθ＝０°の場合の値であると言える。また、崩落危険部位と剥離境界線の間の補強材には材軸方向に歪εと張力

が発生し、この面外方向成分

が崩落荷重とつり合うまで、前記危険部位の変位が増大する。補強材が下地から剥離している区間における補強材軸と下地面の成す角をθ、前記境界線と前記危険部位の距離を

とすれば、

以上より、

従って、設計は、崩落危険部位の形状と重量を仮定し、式（２５）を満足するような剥離限界線が、定着範囲の中に収まるように定着範囲を定め、前記距離

を計算し、補強材厚さｔ、引張弾性率（ヤング率）

を適宜に選定し、前記危険部位の変位

が許容値以内に収まることを式（２８）によって、また、下地面に平行な方向については、式（１０）から、式（２４）で照査することをもって行える。
コンクリート製柱や壁などのように、定着区間内に亀裂を伴って変形する部材の変形性能は、補強材の伝達応力

と部材の見かけの主歪が一対一対応関係にあることを用いて計算することができる。ここで、見かけの主歪

とは、式（２９）に示すように、亀裂直角方向の亀裂幅

を亀裂間隔

で除したものであり、亀裂間隔程度の大きさの領域の亀裂を含めた部材の変位を表す量であると定義する。

前記領域内で亀裂が平行な２枚の平面で表せるとすれば、補強材軸方向の亀裂幅

と亀裂直交方向の亀裂幅

の関係は、亀裂と補強材軸の角度

の三角関数で表される。従って、式（１９）、（２１）の関係を

で書き直して、補強材歪と見かけの主歪の一対一対応関係が得られる。

ただし、

は、相対亀裂間隔と称するもので、亀裂間隔の補強材軸方向成分を式（２３）で定義した必要定着長で除したものである。また、剥離限界歪

は、式（２０）でσ_０＝０として得られる剥離限界応力を補強材ヤング率

で除した値である。

式（３０）の補強材歪に補強材のヤング率を乗ずれば補強材伝達応力が得られる。ただし、補強材歪は、剥離限界歪

を超えないので、補強材が伝達できる応力には限界がある。この他、下地材および躯体が伝達できる応力でも補強材伝達応力が制限され場合があるので、式（３０）の成立する見かけの主歪の範囲は、個別に検討する必要がある。式（３０）の関係は、概ね見かけの主歪と補強材歪が比例すると近時することができるので、部材の荷重変形関係の計算式を単純化することができる。 In normal reinforcement design, it is assumed that the crack width is small compared to the dimensions of the member. That is, it is about 1 mm in the design limit state, and is about 5 mm even if there is a margin. Also, assuming that the displacement in the out-of-plane direction is about the same, considering that the rigidity other than in the reinforcing material axial direction is small, even in the section where the reinforcing material and the base are separated, the reinforcing material axial direction and the base surface It is considered that there is no problem in design by performing design calculation assuming that the tangential directions coincide. However, in the collapse prevention reinforcement design, there is a case where a finite size crack displacement is considered. For example, in a design that prevents a part of the ceiling slab from collapsing, the displacement may not necessarily be suppressed to several millimeters. In this case, in the section where the reinforcing material is peeled off from the base, the reinforcing design is performed considering that the axial direction of the reinforcing material is different from the tangential direction of the base surface. For simplicity, it is assumed that the base surface is a flat surface and the reinforcing material is bonded to the entire flat surface. Assume that the collapse risk part is uniformly displaced in the direction outside the base surface (normal line). Due to this displacement, a peeling force acts on the fixing mechanism through the reinforcing material in the outward direction of the base surface, and the peeling boundary becomes a linear region. The displacement and the region (peeling boundary) expand until the following relationship is satisfied.

However,

Is the displacement of the critical area

Depending on the length of the separation boundary

Out-of-plane direction peeling force (hereinafter referred to as collapse load) acting on the part of

Is the fixing force of the fixing mechanism per unit length in the out-of-plane direction, and is a value determined by a performance test of the fixing mechanism. Generally, this is considered to be a function of the angle θ formed by the reinforcing material axis (fixing force direction) and the base surface. Usually, the test is performed for θ = 90 °. Strictly speaking, the fixing force τ described above can be said to be a value when θ = 0 °. In addition, the reinforcing material between the collapse risk part and the separation boundary line has strain ε and tension in the material axis direction.

This out-of-plane direction component

Until the load balances with the collapse load, the displacement of the dangerous part increases. The angle between the reinforcing material axis and the ground surface in the section where the reinforcing material is peeled from the ground is θ, and the distance between the boundary line and the dangerous part is

given that,

From the above,

Accordingly, the design assumes the shape and weight of the collapse risk region, determines the fixing range so that the peeling limit line satisfying the equation (25) is within the fixing range, and the distance

Calculate the reinforcement thickness t, tensile modulus (Young's modulus)

Is appropriately selected, and the displacement of the dangerous part

Can be kept within the allowable value by the equation (28), and the direction parallel to the base surface can be checked by the equation (10) to the equation (24).
The deformation performance of members that deform with cracks in the anchoring section, such as concrete columns and walls, depends on the transfer stress of the reinforcement.

And the apparent main strain of the member has a one-to-one correspondence relationship. Where the apparent principal distortion

Is the crack width in the direction perpendicular to the crack, as shown in equation (29).

The crack spacing

It is defined as an amount representing the displacement of a member including a crack in a region having a size about the crack interval.

If the crack can be expressed by two parallel planes in the region, the crack width in the axial direction of the reinforcing material

And crack width perpendicular to crack

The relationship between the crack and the angle of the reinforcement axis

It is expressed by the trigonometric function. Therefore, the relationship between equations (19) and (21) is

To obtain a one-to-one correspondence relationship between the reinforcing material strain and the apparent main strain.

However,

Is referred to as a relative crack interval, and is obtained by dividing the axial component of the reinforcing member in the crack interval by the necessary fixing length defined by equation (23). Also, peeling limit strain

Is the separation modulus stress obtained as σ ₀ = 0 in Equation (20), and the Young's modulus of the reinforcing material

The value divided by.

Reinforcement transmission stress can be obtained by multiplying the reinforcement distortion of the formula (30) by the Young's modulus of the reinforcement. However, the reinforcing material strain is the separation limit strain

The stress that can be transmitted by the reinforcing material is limited. In addition, since the reinforcing material transmission stress may be limited even by the stress that can be transmitted by the base material and the housing, the apparent main strain range in which the equation (30) is established needs to be individually examined. Since the relationship of the equation (30) can be approximated when the apparent main strain and the reinforcing material strain are approximately proportional, it is possible to simplify the calculation formula of the load deformation relationship of the members.

In the design and testing of conventional fixing mechanisms such as mechanical fixing with deformed reinforcing bars, adhesion using epoxy resin, etc., when this breaks, destroying the object to be reinforced, so-called “material breakage” is a good fixing mechanism It was supposed to be, and it was actually observed. However, in such a fixing mechanism, the destruction of the fixing mechanism directly leads to the loss of the reinforcing effect. As a result, the fixing mechanism has poor toughness, and the toughness of the reinforcement itself is also impaired. On the other hand, the toughness fixing mechanism of the present invention makes the fixing strength smaller than the tensile fracture strength of the base, and creates a mechanism in which the surrounding fixing mechanism is mobilized to compensate for this even if the fixing mechanism is partially released. It is characterized by.
The highly flexible material of the present invention has a property of accumulating elastic strain energy via the fixing mechanism in accordance with deformation accompanied by cracks in the structure as shown in equations (16), (17), and (30). is there. That is, there is an effect of giving an elastic restoring force to a deformation that partially destroys the structure. In particular, even after the fixing mechanism is partially released in the vicinity of the crack and relative displacement occurs between the reinforcing material and the surface of the object to be reinforced, the surrounding fixing mechanism is mobilized to maintain the reinforcing effect. Specifically, the strength and toughness of the structure after reinforcement are obtained by incorporating the reinforcing material and anchorage mechanism models shown in Equations (10) to (31) into the mechanical model normally used in the design calculation of the structure to be reinforced. It can be easily calculated. Further, when detailed calculation is required, various properties such as proof stress and deformation performance of the reinforced structure can be calculated by performing numerical analysis by means such as finite element analysis.
The present invention is rich in the flexibility of the highly flexible material, and takes advantage of its excellent conformability to the shape to install it in various shapes at any location of the structure to improve safety and performance. It is characterized by that. The installation location includes a frame, the surface of the object to be reinforced, a joint between the objects to be reinforced, a non-structural member and an accessory. Examples of the shape include a line shape, a spiral shape, a bellows shape, a lattice shape, and a winding shape. More specifically, the safety and performance improvement of the structure is the purpose of damage control, collapse prevention, securing a living space, preventing collapse.

First, the reinforcing material used in the embodiment of the present invention will be described.
The reinforcing material is a highly flexible material that is a highly flexible belt material or sheet material. That is, it can be easily bent and stretched to an angle of 90 degrees or more by hand, and has the property of returning to its original shape without being plasticized. Thereby, carrying and carrying becomes easy, and it can be installed and fixed according to the surface shape of the object to be reinforced. Moreover, except for the tensile rigidity, it is small and can be twisted or twisted. By using this highly flexible material, it is possible to easily make a fixing structure that is strong in shape such as a spiral. Furthermore, flexible construction is possible in which the reinforcing material installation position and the fixing position are slightly changed according to the original size of the object to be reinforced. In addition, the reinforcing material can be easily cut by human power with a scribe. This makes it easier to perform flexible work such as on-site dimension matching.

は、１００００Ｎ／ｍｍから、50000Ｎ／ｍｍ程度である。厚さが、前記範囲未満であると、設計的に必要な剛性を得る為に大きなヤング率を用いる必要が生じ、繊維系の材料を用いた場合には、アラミド繊維やカーボン繊維に代表されるいわゆる高機能繊維を選択する必要が生じ、補強材の価格が高価になる。また、金属を用いた場合は、単位長さ当たりの重量が増加するとともに、高屈曲性が得がたくなる。厚さが、前記範囲を超えると、容易に補強対象物の隙間を通すことができず、設置や定着工事において、補強材の寸法調整、あるいは、補強対象物を、削ったり、ずらしたり、付け替えたりする作業が必要になる場合があるからである。設計的に１０ｍｍ以上の前記補強材の厚さに相当する強度あるいは剛性が必要な場合には、本補強材を何枚か並べるか、何枚か重ねて用いればよい。 The bending rigidity, shearing rigidity, and compression rigidity of the belt material and the sheet material are negligibly small in the design calculation. The strength of the structure after reinforcement is easily added by adding a term that reflects the transmission stress of the reinforcing material to the strength evaluation formula and toughness evaluation formula of the current design guideline of the structure mainly composed of wood, concrete, steel frame, etc. The toughness and other performance can be calculated.
This reinforcement is elastic for 1% or more tensile strain, further 5% or more, especially 10% or more, and increases the stress in proportion to the increase in strain. Property). In general, the design strains of structures and components such as wood and concrete, as well as reinforcing materials, range from 0.1% to 3% and are generally less than 1%, so they are elastic in design against strains of 1% or more. If so, it can be designed as an elastic material up to the design strain in most cases. If the strain is elastic up to 5% or 10%, even if the design strain is 3%, it will be elastic even if the strain is 1.5 times or more than the design strain. It is considered a material that exhibits resistance. In other words, if the design is elastic up to a strain of 1% or more, even if the design category of design strain of 1% or less is established, it is almost impossible to design or the design is uneconomical. Absent. Furthermore, if it has elasticity up to a strain of 5% or more than 10%, it will behave elastically according to the model used in the design even when it receives a strain larger than the design strain, so it can exhibit a stable reinforcement effect I can say that. The sudden external force itself such as an earthquake and the response of the structure is not necessarily beyond the design assumptions. The reinforcing material of the present invention has a reinforcing effect against an unexpected earthquake. It is superior to conventional reinforcing materials in that it is continuously increased and exerted.
The thickness of this reinforcing material is about 0.5 mm to 10 mm. Tensile stiffness per piece of highly flexible material required for normal structural reinforcement, i.e. product of thickness and Young's modulus

Is about 10,000 N / mm to about 50,000 N / mm. When the thickness is less than the above range, it is necessary to use a large Young's modulus in order to obtain design-required rigidity. When a fiber-based material is used, it is represented by aramid fiber or carbon fiber. It becomes necessary to select so-called high-performance fibers, and the price of the reinforcing material becomes expensive. Further, when a metal is used, the weight per unit length increases and high flexibility becomes difficult to obtain. If the thickness exceeds the above range, the gap between the objects to be reinforced cannot be easily passed, and the size of the reinforcing material is adjusted or the object to be reinforced is shaved, shifted, or replaced during installation or fixing work. This is because it may be necessary to perform such work. When the strength or rigidity corresponding to the thickness of the reinforcing material of 10 mm or more is required in design, several reinforcing materials may be arranged or used in layers.

The weight of the present reinforcing material required for reinforcing one or several places is not more than a weight that can be carried by a person and easily attached by hand. In general, the length of the reinforcing material required to reinforce the object to be reinforced is the length of the reinforcing object, the shape of the object to be reinforced, the positional relationship with the structure, and the rigidity, strength and reinforcing material required for the reinforcing material. Is determined by the design conditions such as the relationship between rigidity and strength. Considering the dimensions of the general structure and the object to be reinforced, the required length is about 3 m to 15 m. When the reinforcing material is installed around the pillar in a spiral shape, the total length may need to exceed 100m. In this case, the reinforcement target part can be divided into about 10 sections. It can be reinforced with the above length per section. Therefore, the weight of the reinforcing material is preferably 1 kg or less per 1 m from the viewpoint of easy transportation. When the weight per unit length exceeds 1 kg / m, 3 to 15 kg becomes 3 to 15 kg. If it exceeds this weight, it will hinder manual transportation and installation work in a small space. This reinforcing material is about 0.1 kg to 0.4 kg per meter.
The reinforcing material is wound in a roll shape, stored and transported, and can be easily cut manually by a wrench. This facilitates dimensional adjustment work on site.
This reinforcing material uses the Young's modulus (referred to as effective Young's modulus) at the design limit strain (usually about 1% for the belt material and about 2% for the sheet material) as the constant of the main reinforcing material in the design calculation. Product standard value. This makes it possible to guarantee the reinforcing effect at the manufacturing stage.
Examples of the highly flexible material include a belt material woven with fibers such as polyester and nylon, or a cloth-like woven fabric (sheet material). Polyester belts have various thicknesses of about 1 mm to 5 mm and widths of about 30 mm to 100 mm. Since the stress increases proportionally even to a tensile strain of 10% or more, it is elastic in design calculations. Can be treated as having Further, the sheet material having a thickness of about 0.5 mm to 2 mm and a width of about 1 m is suitable for reinforcement. Iron yields when it receives a strain of 0.2% to 0.4% or more, and plastic strain remains. Therefore, if more design strain occurs, it is treated as a constant stress (yield stress), and elastic body. It is not treated as. Further, the weight per unit length of the polyester belt having the thickness and width is in the range of 0.05 kg / m to 0.3 kg / m. The weight per unit length of the sheet material is about 0.5 kg / m. However, if the woven fabric is only woven, it tends to cause structural permanent elongation strain. Therefore, it is desirable to manufacture the woven fabric using a weaving method or a post-processing method for suppressing this. In addition, as shown in equation (20) and the like, in the reinforcement design, when calculating the transmission stress of the reinforcing material, the tensile elastic modulus (Young's modulus) of the reinforcing material is used, so that the product satisfies the standard value. Inspection is necessary. Among the polyester belts that are examples of the highly flexible material of the present invention, various thicknesses of 2.5 mm, 3 mm, 4 mm, and 5 mm are included, and those having the same Young's modulus of 4500 N / mm ² are included. It is. It has also been experimentally confirmed that by using these materials stacked and fixed to each other by the toughness fixing mechanism, various tensile stiffnesses in increments of 2250 N / mm can be obtained from the initial value of 11250 N / mm. This means that the design tensile rigidity can be assigned within a width of 2250 N / mm with the tensile rigidity required in the design calculation as the inner ring, and the amount of material consumption can be reduced reasonably.

Next, an example of the toughness fixing mechanism of the present invention will be described. The reinforcing material of this example is fixed to the object to be reinforced by an adhesive. The adhesive used in this example is a urethane-based one-component solventless adhesive. This is good workability and less harmful to humans. The adhesive uses the interface peeling energy and the fixing strength (average fixing force) as the product standard values. This is a main factor for determining the reinforcing material transmission stress in the design calculation as shown in the equations (20) and (23). By using this as the product standard value, this example using an adhesive is used. The release limit of the fixing mechanism can be guaranteed at the manufacturing stage. However, in the design, the limit is discounted by a factor considering that the bonding work is performed on site. Mechanical fixing is also used. For example, for a wooden structure, the reinforcing material may be fixed by nailing. In this case, it is desirable to strike uniformly at a fine pitch over the entire length of the section so that the fixing section is a uniform fixing mechanism. For example, when a nail is used, the fixing force per nail is about 100 N to 200 N. Therefore, when the nail is fixed by striking evenly in a grid shape with an interval of 10 mm to 15 mm, the fixing force per unit area is 0. It becomes about 4 N / mm ² to 2 N / mm ² , and can be within a range not exceeding the tensile fracture strength of the base such as wood or concrete. Even when another mechanical fixing mechanism is used, as described above, it is desirable that the average shear force is 5 N / mm ² or less. If the installation interval of the mechanical fixing mechanism is too rough, local stress concentration occurs in the reinforcing material, so that homogeneity is impaired. On the other hand, if this is too fine, it takes time to install, and the mechanical fixing mechanisms physically interfere with each other, thereby hindering the installation. From the above, it is desirable that the installation interval is about 5 mm to 50 mm. In addition, when reinforcing with a spiral structure, the reinforcing materials are joined at the start and end of winding, but this includes machines such as joining the reinforcing materials with clips in addition to joining by bonding. Fixing method can be performed. In this case as well, it is desirable to secure a uniform fixing mechanism over the fixing section by finely stopping it at a large number of locations in the axial direction of the reinforcing material, thereby improving the strength and toughness of the reinforcement.
A polyester belt with a thickness of 2.5 mm, a width of 100 mm, a length of 300 mm, and an effective Young's modulus (standard value) of 4500 N / mm ² is fixed across a joint where two cedars of 105 mm in length and 310 mm are joined together. Tensile tests were performed on test specimens each having a length of 150 mm and affixed to two opposing surfaces. Fixing is an example of the tough fixing mechanism of the present invention formed by a number of mechanical fixing mechanisms, in which nails having a diameter of 1.2 mm and a driving length of 16 mm are driven into a grid pattern with an interval of 10 mm. The nailing area has four areas each having a width of 90 mm and a length of 140 mm, each including 5 mm from the joint and the end of the reinforcing material. A load was applied so that the cedars were separated from each other, and the relationship between the opening of the joint and the load was measured. As a result, a maximum load of about 30 kN and a separation limit displacement of about 10 mm were obtained. From this, the average fixing force is calculated to be about 1 N / mm ² , and the interfacial peel energy is calculated to be about 5 N / mm. If the allowable joint strength of a nail having a diameter of 1.2 mm is calculated from a wooden design guideline based on the allowable stress method, it will be about 43 N per piece, and 0.4 N / mm ² when converted to unit area. The actually measured average fixing force of about 1 N / mm ² is about twice this, but it can be said that it is the ratio between the normal maximum strength and the allowable value.
As an example of using the toughness fixing mechanism of the present invention formed by a number of mechanical fixing mechanisms for joining reinforcement members, the thickness is 4 mm, the width is 65 mm, the length is 800 mm, and the effective Young's modulus (standard value) is 4500 N / mm ² . A tensile test was performed on a test body in which two polyester belts were attached to each other with an overlap length of 400 mm. The fixing is performed by fixing the belts with a stapler HD-12N / 17 manufactured by MAX. The needle is a max needle 1213FA-H (needle cross section 0.7 mm square, width 13 mm, foot length 13 mm), with a length of 20 mm and a width of 10 mm, a length of 400 mm and a width of 65 mm. The entire area was driven in a grid pattern. When a tensile load was applied to both ends of the belt and the relationship between the load and the displacement of the end portion was measured, a maximum load of about 12 kN and a maximum displacement of about 15 mm were obtained. This corresponds to an average fixing strength of about 0.5 N / mm ² and an interfacial peel energy of about 3.5 N / mm.

Next, an example of the construction work of the present invention will be shown. FIG. 20 is a construction flow diagram of reinforcement in this example. Work according to the following procedure.
1) Installation position marking In accordance with the number of layers and the range of the highly flexible material (hereinafter referred to as reinforcing material) of this example shown in the design document, marking is performed as a reference for setting the reinforcing material on the base.
2) Reinforcing material preparation The reinforcing material of this example is cut into required dimensions, and temporarily placed around the member. In the case of an installation method in which a member such as a spiral winding is circulated, it may be temporarily circulated (referred to as temporary winding).
3) Adhesive application Adhesive is applied to the entire area where the reinforcing material is installed. However, if necessary, a double-sided adhesive tape is applied to the starting point of application without applying an adhesive.
4) Start applying the reinforcing material Affix the reinforcing material to the ground surface from the position where the reinforcing material is placed. When installing by the spiral winding method, it is attached horizontally in one direction in the direction perpendicular to the member axis, overlapped by one member side length, and then wound spirally at an angle to wind the reinforcing material width in one turn. In the case of the winding method, it is attached horizontally in one direction in a direction perpendicular to the member axis, and is overlapped with one side and stopped. In any case, the adhesive is applied to all the portions where the reinforcing materials overlap. Also, when attaching, be careful not to loosen it by applying tension with human power and to make it slack.
5) Affixing the general part of the reinforcing material In the case of sticking a strip, the reinforcing material is applied with one push. In the case of spiral winding, it is wound around and pasted around the member at an angle to wind the reinforcing material width. In the case of glue winding, it is stuck horizontally in one direction in the direction perpendicular to the bar member axis, and is stuck on three sides. In any case, the adhesive is applied to all the portions where the reinforcing materials overlap. Also, when attaching, be careful not to loosen it by applying tension with human power and to make it slack.
6) Finishing sticking of the reinforcing material In the case of sticking the strip, the reinforcing material is pasted by pressing the full length one-sidedly. The pasting is fixed with a double-sided structural tape, a staple, a nail or the like that has been previously set on the base surface. In the case of spiral winding, when the distance between the winding end reference line and the belt end on a certain member side is less than one-fourth of the belt width, the spiral is directed toward the winding end reference line of the next side. Starting from this side, it sticks horizontally around the rod member axis perpendicular direction, and after one side is overlapped and pasted, the reinforcing material is cut to finish the winding. In the case of glue winding, it is pasted horizontally in the direction perpendicular to the bar member axis, and is cut by overlapping the three sides to make the end of winding. At the end of the sticking, press on the reinforcing material with a curing tape to prevent peeling until the adhesive is cured. In any case, the adhesive is applied to all the portions where the reinforcing materials overlap. Also, when applying the tape, take care not to sag and loosen it by applying manual tension.
7) Finishing Finishing by selecting a finishing method suitable for the construction site in consideration of weather resistance and aesthetics. Restore the relocated facilities to the specified location.

Next, the example which implemented this invention about the ceiling which is an example of a reinforcement target object is demonstrated. FIG. 1 is a perspective view when the present invention is applied to a ceiling, and FIG. 2 is a cross-sectional view. 3 to 5 are enlarged views of the fixing portion of the highly flexible material of the present invention shown in FIG. The ceiling board 10 is fastened to the beam 24 or the main building 26 with existing reinforcement structures such as the field edge 12, the field edge receiver 14, the suspension bolt 16, the hanger 18, and the horizontal tether 20. Conventionally, the metal is reinforced by the method shown in FIGS. Ceiling disasters caused by sudden external forces such as earthquakes may cause a lack of horizontal rigidity and strength of the existing reinforcement structure or clearance between the walls and the like. It is said that the part or the whole is destroyed, and the reinforcement material (brace material) is arranged diagonally (Fig. 6), the reinforcement hardware is installed between the field edge and the field edge, and the reinforcement screw is used. Methods such as fixing (FIG. 7) and fixing with a screw (M4) so as not to open the hanger (FIG. 8) are conventionally used.
In this example, instead of these conventional methods, the reinforcing material of the present invention having the above-described characteristics (hereinafter referred to as SRF reinforcing material, or simply referred to as the reinforcing material) is fixed and installed by the adhesive of the present invention. It is. For example, as shown by reference numeral 30 in FIGS. 1 and 2, as a brace reinforcement between a horizontal joint and a horizontal joint, or a field bridge, and as shown by a numeral 32, the field edge and the field edge are tightly reinforced. Further, as shown by reference numeral 34, the clip is implemented as a stopper that prevents the hanger from opening. In FIG. 3, an adhesive is applied and bonded between the reinforcing member 30 a and the field edge receiver 14, and a portion where the reinforcing member 30 a overlaps. In FIG. 4, an adhesive is applied and bonded between the reinforcing material 32 and the field edge receiver 14, the field edge 12, and a portion where the reinforcing material 32 overlaps. In FIG. 5, the space between the hanger 18 and the reinforcing material 34 is an adhesive surface. The adhesive only needs to be bonded over a length longer than the necessary fixing length obtained by design calculation as shown in the example described later, and not necessarily all the parts between the reinforcing material or between the reinforcing material and the object to be reinforced. It is not necessary to bond with. For example, a method of adhering only the laterally facing surface and the upwardly facing surface is possible, and it is possible to omit a difficult adhering operation for the downwardly facing surface.

3 is a detailed view of the fixing portion 30a (portion A in FIG. 1) when the SRF reinforcing material is installed as the brace 30 as described above. Since the SRF reinforcing material is rich in flexibility, it is wound around the field receiver 14 in a spiral manner, and an adhesive is applied between the reinforcing materials and between the reinforcing material and the field receiver 14 as shown in the figure.
4 is a detailed view when the SRF reinforcing material is installed as the clip 32 (part B in FIG. 1) as described above, (A) is a perspective view, and (B) is an arrow B in FIG. FIG. Since the SRF reinforcement is rich in flexibility, as shown in the figure, it is wound around one of the field edge 12 and the field edge receiver 14 and then stretched to the other, and then wound around the other to be reinforced with the reinforcement material and the field edge. An adhesive is applied between the edge 12 and the field edge receiver 14 and fixed.
FIGS. 5A and 5B are detailed views when the SRF reinforcing material is installed as the detachment stopper 34 (part C in FIG. 1) as described above, where FIG. 5A is a perspective view and FIG. 5B is B in FIG. It is an arrow view. Since the SRF reinforcing material is rich in flexibility, it is wound around the hanger 18 and an adhesive is applied between the reinforcing material and the hanger 18 and fixed as shown in the figure.

Below, the design method of the reinforcing material of said example is shown.
In the following examples, a polyester belt (belt-shaped SRF reinforcing material) having a thickness of 2.5 mm and a width of 50 mm was used as the reinforcing material, and a polyurethane-based solventless one-component adhesive (SRF adhesive) was used as the adhesive. Tables 1 and 2 list product specification values of the reinforcing material and the adhesive.

ここで、有効ヤング率とは、設計限界歪（本例では、１％歪）時の割線弾性係数である。また、界面剥離エネルギーとは、接着が剥離する時に要する単位面積当たりエネルギーであり、接着強度の指標である。

Here, the effective Young's modulus is a secant elastic modulus at the design limit strain (1% strain in this example). Further, the interfacial peeling energy is energy per unit area required when adhesion is peeled, and is an index of adhesive strength.

は、幾何学的条件から、式（１）で表される。

ただし、ａとｂは、それぞれ、補強材の設置位置の水平間距離と鉛直間距離である（図−２）。また、補強材張力

の水平方向の成分をPとし、補強材のヤング率を

とすれば、せん断変形角γとの間には、次の関係があり、補強材による前記補強構造の補強材が伸びる方向へのせん断剛性Gが求まる。

ただし、

は、有効ヤング率に厚さを乗じたもので、単位幅、単位歪当たりの補強材張力を表す係数で、張力係数と呼ぶ。また、

は、補強材の幅と本数、βは、補強材が水平となす角

である。
表−１の補強材の規格値を（２）式に代入して補強材の効果による該補強構造（横つなぎと野縁受間）のせん断変形と荷重の関係を計算することができる。例えば、SRF250

を柱と45度を成す

ように、天井板の面積

当たり、３本

を設置した場合には、式（２）から、

を得る。今、天井板等の重量が１ｍ^２当たり

であるとして、水平震度

、応答倍率

とすれば、天井板の面積

当たりの水平荷重は、

ただし、ｇは、重力加速度である。式（３）と（４）から、変形角が次のように計算される。

天井の屋根に対する相対振動による本例の補強構造のせん断変形角γを例えば300分の1に抑えることを設計範疇とするならば、上記の本数で良いことになる。 In the design, deformation of the reinforcing material due to deformation of the reinforcing structure, breakage of the reinforcing material, and destruction of the fixing portion of the reinforcing material are performed as design limit states. Here, the reinforcing structure is a structure made of a reinforcing material and an object to be reinforced, and refers to a unit that deforms while generating a resistance force (restoring force) against an external force. In this example, a design study is performed using a rectangular structure having side lengths a and b formed by a horizontal joint, a field edge receiver, and a reinforcing material shown by a one-dot chain line in FIG. Hereinafter, with respect to the depth direction, assuming a macroscopic uniformity, design calculation is performed as a plane problem. Further, it is considered that there is no vertical deformation of the reinforcing structure.
First, the design related to the deformation of the reinforcing structure will be described. When the shear deformation of the angle γ between the horizontal joint and the field receiver in Fig. 2 (the value obtained by expressing the relative horizontal displacement between the horizontal joint and the field receiver in terms of the vertical distance (a) between them) Resulting elongation strain

Is expressed by Equation (1) from the geometrical condition.

However, a and b are the horizontal distance and vertical distance of the installation position of a reinforcing material, respectively (FIG. 2). Also, reinforcement tension

The horizontal component of P is P, and the Young's modulus of the reinforcing material is

Then, there is the following relationship with the shear deformation angle γ, and the shear rigidity G in the direction in which the reinforcing material of the reinforcing structure is extended by the reinforcing material is obtained.

However,

Is obtained by multiplying the effective Young's modulus by the thickness, and is a coefficient representing the reinforcing material tension per unit width and unit strain, and is called a tension coefficient. Also,

Is the width and number of reinforcements, β is the angle between the reinforcements and the horizontal

It is.
By substituting the standard value of the reinforcing material in Table 1 into the equation (2), the relationship between the shear deformation and the load of the reinforcing structure (between the horizontal joint and the edge receiving member) due to the effect of the reinforcing material can be calculated. For example, SRF250

45 degrees with the pillar

So that the area of the ceiling board

Three per hit

From the formula (2),

Get. Now, the weight of ceiling boards, etc. per 1 m ²

As the horizontal seismic intensity

, Response magnification

If so, the area of the ceiling board

The horizontal load per hit is

However, g is a gravitational acceleration. From equations (3) and (4), the deformation angle is calculated as follows.

If the design category is to suppress the shear deformation angle γ of the reinforcing structure of this example by relative vibration to the roof of the ceiling to 1/300, for example, the above number is sufficient.

は、１０％である。式（５）で得られたせん断歪γと設置条件

を式（１）に代入して、補強材歪は、次のように計算される。

この値は、前記規格値１０％より遥かに小さく補強材は、破断しないと判断される。
次に、定着は、補強材と野縁受、横つなぎ等の間を接着剤SRF２０を用いて設計計算で求めた必要定着長以上の長さに渡って接着することによって行なうとして、定着部破壊に関する検討を行う。
一般に、十分長い定着長をもって、平らな物体表面に貼り付けた扁平な弾性補強材が接着面に平行な力を受けて、接着剥離する限界の歪（剥離限界歪）は、次式で表される。

表−１、表−２に示した補強材と接着剤の製品規格値を式（７）に代入して、

補強材に発生する歪は、式（６）より計算されており、式（８）の剥離限界歪より小さいので、定着長さを十分とれば、定着部での接着剥離は生じないと判断される。このときに必要な定着長は、式（９）で表され、表−１と表−２の製品規格値を代入すると、１４９ｍｍであると計算される。

従って、補強材を野縁受等の既存材を周回するように設置して、149ｍｍ以上の定着長（接着された部分の長さ）をとるようにすれば、1.33％の補強材歪まで定着破壊を起こさない定着構造とすることができる（図３）。これは、式（６）で計算した発生歪0.14％より遥かに大きく、想定外の振動にも対応する設計となる。また、式（６）の発生歪0.14％を、式（９）に1.33％に替えて代入すると、

を得るので、この値にしかるべく安全率（例えば２）を乗じた長さを定着長さとすることで、周回状の巻きつけを行わない設計、例えば横つなぎや野縁受の横面と上面に16ｍｍ以上接着することによる定着も可能である。母屋、梁等に定着する場合は、この方法が施工的に好適である。 Next, the reinforcement material breakage is examined. Product standard value of breaking elongation of reinforcing material

Is 10%. Shear strain γ obtained by equation (5) and installation conditions

Is substituted into equation (1), and the reinforcement strain is calculated as follows.

This value is much smaller than the standard value of 10%, and it is determined that the reinforcing material does not break.
Next, it is assumed that fixing is performed by bonding between the reinforcing material and the field edge holder, the horizontal joint, etc., using the adhesive SRF20 over a length longer than the required fixing length obtained by the design calculation. Study about.
In general, the limit strain (peeling limit strain) at which a flat elastic reinforcing material affixed to a flat object surface with a sufficiently long fixing length receives a force parallel to the adhesive surface and peels off (removal limit strain) is expressed by the following equation. The

Substituting the product standard values of the reinforcing material and the adhesive shown in Table-1 and Table-2 into Equation (7),

The strain generated in the reinforcing material is calculated from the equation (6) and is smaller than the separation limit strain of the equation (8). Therefore, if the fixing length is sufficient, it is determined that the adhesion peeling at the fixing portion does not occur. The The fixing length required at this time is expressed by Expression (9), and is calculated to be 149 mm when the product standard values in Tables 1 and 2 are substituted.

Therefore, if the reinforcing material is installed so as to wrap around the existing material such as a field ledge and the fixing length (the length of the bonded part) of 149 mm or more is taken, the fixing material distortion is fixed to 1.33%. A fixing structure that does not cause destruction can be obtained (FIG. 3). This is much larger than the generated strain of 0.14% calculated by the equation (6), and it is designed to cope with unexpected vibrations. Also, substituting the generated strain of 0.14% in equation (6) for 1.33% in equation (9),

Therefore, the length obtained by multiplying this value by a safety factor (for example, 2) is set as the fixing length, so that the winding is not performed, for example, the horizontal and upper surfaces of the horizontal connection and the field receiver It is possible to fix by adhering 16mm or more. This method is preferable in terms of construction when it is fixed on a main building, a beam, or the like.

Regarding the methods of FIGS. 4 and 5, design calculation can be performed in the same manner as in this example. That is, the relationship between the load acting on the reinforcing material and the elongation, that is, the rigidity of the reinforcing structure, can be calculated from the relationship between the geometric conditions where the reinforcing material is installed and the existing existing reinforcing material and the members of the structure. Further, the load acting on the reinforcing structure and hence the reinforcing material can be calculated from the acting load of the earthquake structure. In the following, it is only necessary to examine the reinforcing material breakage and the fixing breakage as in this example. At this time, since the reinforcing material of the present invention does not have bending rigidity, shear rigidity, or compression rigidity, it can be treated as a string material that elastically transmits only a tensile load, and a structural model can be constructed and a structure calculation can be performed. .
In addition, the fixing structure is not limited to the adhesion of this example, but a hole is formed in the reinforcing material and the pin is fixed to the surrounding material mechanically using a pin or screw, or the reinforcing material is frictionally stopped using a clip. You may use a mechanism or may use these together. The strength and the like of these conventional fixing structures can be determined according to a known design calculation method. In addition, when the mechanical fixing mechanism is installed at a fine pitch, the evaluation can be made by the interfacial peeling energy and the average fixing strength as in the case of using the adhesive described above.
The peeling limit strain 1.33% of the fixing structure calculated in this example is a value obtained from the test value of the interfacial peeling energy when a reinforcing material is bonded to a flat surface. When a constraining pressure is generated on the adhesive surface due to the tensile load acting on the reinforcing material, as in the case of winding in a spiral shape, the interfacial debonding energy greater than this value is measured. It is possible to take a large fixing structure fracture limit strain. Since the reinforcing material of this example generates an elastic restoring force up to about 10%, the design limit strain is made larger than that of this example corresponding to the fact that a large fixing strength can be obtained by using a helical fixing structure. (Up to 10%) is possible. When a reinforcing material with compression rigidity or bending rigidity such as a flat bar or angle is used, as a result of the compression force acting on the reinforcing material due to deformation of the reinforcing structure during a large earthquake, the reinforcing material may buckle or come off. In addition to losing the reinforcing effect, there is a risk that the reinforcing material jumps out and destroys surrounding members. The reinforcing material of the present invention has such a small rigidity as to be negligible in terms of design other than the tensile rigidity, and does not have this problem.
In this example, non-structural members are taken up, but as is clear from the calculation formula of this example, by increasing the number of reinforcements (symbol m in the formula), greater rigidity and strength can be obtained. it can. The present invention can be used not only for non-structural members but also for reinforcing structural members that require greater rigidity and strength of the reinforcing material.

を拘束型では剥離限界歪時の応力、非拘束型では、コンクリートの圧縮終局歪時（

=0.003）として壁補強鉄筋と同様に算入する方法で計算している。靭性は、前記せん断強度と平面保持等を仮定した曲げ強度計算値からせん断余裕度を計算して、建築防災協会の耐震診断基準に示されたせん断余裕度と靭性の関係式から計算している。 Next, the example which applied this invention to the reinforced concrete wall is shown. FIG. 9 and Table 3 show various types of reinforcement in which an SRF reinforcement is attached to the wall with an adhesive. In this example, the strength of the reinforced wall is determined by the shear strength formula based on the truss arch theory of the Architectural Institute's toughness-guaranteed design guidelines.

In the constrained type, the stress at the time of ultimate strain in the unconstrained type,

= 0.003) is calculated in the same way as for wall reinforcing bars. The toughness is calculated from the relationship between the shear margin and the toughness shown in the earthquake resistance diagnostic standard of the Building Disaster Prevention Association by calculating the shear margin from the bending strength calculation value assuming the shear strength and plane retention. .

は、せん断柱の終局時変形角(部材内のり)であり、

は、柱断面せい、

は、柱内のり高さ、

は、終局時のせん断塊の対角歪で、式（３４）で計算する補強材の剥離限界歪とする。

は、補強材有効ヤング率、

は、靭性定着機構の接着層の界面剥離エネルギー、

は、補強材厚さである。ここで、部材を切るせん断ひび割れを対角線とする部材の部分をせん断塊と称する。

ただし、

本発明の補強によって、せん断柱対しても、曲げ柱に匹敵する大きな靭性が得られることが実験で確かめられている。図１１には、実験で実測された終局変形角（強度が最大値の８０％に低下する変形角）と式（３２）から（３４）で計算した前記変形角を比較して示す。ただし、図１１で、２００２−２等の番号は実験番号をしめす。また、

、τ（単位ｍｍ）等は、上記に説明した通りである。 Furthermore, the example which applied this invention to the reinforced concrete pillar is shown. FIG. 10 shows an example of using a reinforcing inner spiral structure in which an SRF reinforcing material is attached to a column with an adhesive. In this example, the strength of the reinforced column is included in the shear strength formula based on the truss arch theory of the toughness-guaranteed design guideline of the Architectural Institute of Japan. It is calculated by the method. As for toughness, for bending columns, calculate the shear margin from the bending strength calculation value assuming the shear strength and flat surface retention, etc. Calculated from As for the toughness of the shear column, the ultimate deformation angle is calculated by modeling the geometric relationship between the deformation of the shear mass and the transmission stress of the reinforcing material as shown in the following equation (21). However,

Is the ultimate deformation angle of the shear column (in-member glue),

Is due to the column cross section,

Is the height inside the pillar,

Is the diagonal strain of the shear mass at the end, and is defined as the separation limit strain of the reinforcing material calculated by Equation (34).

Is the effective Young's modulus of the reinforcing material,

Is the interfacial peeling energy of the adhesive layer of the toughness fixing mechanism,

Is the thickness of the reinforcement. Here, the part of the member whose diagonal is the shear crack that cuts the member is called a shear mass.

However,

It has been experimentally confirmed that the toughness comparable to that of a bending column can be obtained even with a shear column by the reinforcement of the present invention. FIG. 11 shows a comparison between the final deformation angle actually measured in the experiment (the deformation angle at which the strength is reduced to 80% of the maximum value) and the deformation angle calculated by equations (32) to (34). However, in FIG. 11, numbers such as 2002-2 indicate experiment numbers. Also,

, Τ (unit: mm) and the like are as described above.

ただし、

ここで、

は、定着長が必要定着長以上の場合の短冊貼りの基準耐力、

は、定着長が必要定着長以下の場合の短冊貼りの基準耐力、

は、補強材幅、θは、補強材軸と接合面（亀裂）の成す角、

は、補強材定着長さ、

は、必要定着長、ｔは、補強材厚さ、

は、補強材有効ヤング率、

は、界面剥離エネルギー、

は、平均接着強度である。なお、係数0.478は、「木造軸組工法住宅の許容応力度設計」に記載された方法に従って、本例の方法で補強した接合部の荷重変形関係の形状が放物線形状になることから求めている。また、必要定着長とは、前述したように、補強材が剥離限界強度を発揮することに必要十分な定着長である。また、実験から、接着層に作用するせん断力τは、定着区間内では、座標軸に対して等分布になること、即ち、補強材歪が線形に変化することが認められており、これを用いて、必要定着長より定着長が短い場合の接合強度の計算式（３６）が得られている。 Furthermore, the example which applied this invention to wooden construction is shown. 12 to 19 show an example of a procedure using a reinforcement type called “strip sticking” in which the foundation foundation column joint SRF reinforcing material is pasted with an adhesive. The procedure will be described below.
1 Temporary removal of finishing materials, inspection of parts
(1) As shown in FIG. 12, the finishing material at the location to be reinforced is temporarily removed.
(2) As shown in FIG. 13, the target member is inspected visually or by palpation for corrosion or deterioration. If any abnormalities are found, report them to the design supervisor, ask for their judgment, and replace the deteriorated parts as necessary. FIG. 14 shows an example of replacement of a deteriorated portion and a reinforcing method.
2 Ground treatment
(1) Remove any dirt (oil, etc. that may interfere with adhesion) on the surface of the member in the adhesion area with a brush. If there is dirt or surface deterioration that cannot be removed with a brush, a new surface is scraped off with sandpaper.
(2) Measure the step at the boundary between the members, and if the step is 4 mm or more, as shown in FIG. 15, create a taper with a wooden board and attach it so that the step is smooth.
(3) Mark the adhesion area as shown in FIG.
3 Application of adhesive As shown in FIG. 17, an adhesive is applied to the bonding range. The amount of coating should be 800g / m ² or more, and apply evenly with a thickness of about 0.5mm using a special comb eye spatula. (An appropriate amount of adhesive can be obtained by extending with a special comb spatula.)
4 Paste
(1) As shown in FIG. 18, the sticking start end is temporarily fixed with a stapler, and the belt is stuck while pulling so that the belt does not sag. In the same way as the application start end, the application end is fixed with a stapler or a nail.
(2) Push the hand to make it adhere well to the wood and belt.
(3) As shown in FIG. 19, a piece of wood is applied and knocked into close contact with a mallet or rubber hammer.
In this example, the standard proof stress (strength) of the reinforced joint can be calculated by equations (35) to (37).

However,

here,

Is the standard proof strength of strips when the fixing length is longer than the required fixing length,

Is the standard proof strength for sticking strips when the fixing length is less than the required fixing length,

Is the width of the reinforcing material, θ is the angle formed by the reinforcing material shaft and the joint surface (crack),

Is the fixing length of the reinforcing material,

Is the required fixing length, t is the thickness of the reinforcing material,

Is the effective Young's modulus of the reinforcing material,

Is the interfacial debonding energy,

Is the average bond strength. The coefficient 0.478 is obtained from the fact that the shape of the load deformation relationship of the joint reinforced by the method of this example is a parabolic shape according to the method described in “Allowable stress design of a wooden frame construction method house”. . Further, the necessary fixing length is a fixing length necessary and sufficient for the reinforcing material to exhibit the peeling limit strength as described above. In addition, it has been confirmed from experiments that the shearing force τ acting on the adhesive layer is evenly distributed with respect to the coordinate axis in the fixing section, that is, the strain of the reinforcing material changes linearly. Thus, the calculation formula (36) of the bonding strength when the fixing length is shorter than the necessary fixing length is obtained.

を生じた場合について、剥離境界線が前記閉曲線と相似形に拡大すると仮定し、式（２５）から式（２８）に述べたモデルを具体化して求められている。

面外方向補強：

ただし、

：面外方向補強接着強度 [N/mm]

：危険部位の面外方向補強の寸法 [mm]

：危険部位の図心から周囲までの距離（各方向）[mm]

：面外方向必要定着長（危険部位の図心から補強材端部までの距離[mm]
γ：危険部位の単位体積重量 [N/mm³]

：面外方向補強設計震度 [無次元]

：面外方向補強の補強材必要厚さ [mm]

：面外方向補強許容変位 [mm]

：面内方向補強荷重に対する必要定着長さ [mm]

：剥離限界張力に対する必要定着長さ [mm]

：補強材有効ヤング率 [N/mm²]

：界面剥離エネルギー [N/mm]
例えば、面外方向の崩落危険部が、コンクリートで、H=200mm,

=500mm、γ=2.4×10^-5N/mm³ であるとし、設計震度

=1.0、許容変位

=200mmとする。補強材は、SRFT-1:

=280N/mm²

=0.9mm、接着剤は、SRF20：

=0.7N/mm²

=0.7N/mm²

=1N/mm を用いたとする。式(３８)と式(３９)より計算した必要定着範囲と厚さは、それぞれ、

=1200mm、

=0.74mmとなる。従って、一層貼ることで十分であると計算される。なお補強材歪は、式(２７)より、4.1％であると計算され、式(８)に上記の物性値を代入して計算した面内方向の剥離限界歪（6.7％）以下である。また、崩落変位を50mm以下に抑える場合には、補強材として、SRF2100:

=4500N/mm²,

=2.5mm、を用いることとして計算すると、必要厚さは、2.9mmであると計算される。従って、SRF2100を縦横にそれぞれ１層づつ計２層貼ることとする。なお、SRFT-1は、縦横両方向に有効ヤング率を持つ2軸織物であるが、SRF2100は、一軸補強材である。SRF2100を縦横に貼った場合の面外方向の崩落防止効果は、縦横それぞれの方向について、危険部位の変位に対して張力で抵抗するので、それぞれの方向の効果を累加できると考えた。 Furthermore, an example applied to collapse prevention will be described. The necessary fixing length and required thickness when the SRF reinforcement material is adhered to the surface of a sound member to prevent collapse or tight reinforcement is enclosed by the concrete slab or beam. It can be calculated as follows. This assumes that the collapse risk region is a rigid body represented by a closed curve on the surface of the member and a dimension H in the thickness direction, and this is a uniform displacement in the out-of-plane direction.

Assuming that the separation boundary line expands in a similar shape to the closed curve, the model described in the equations (25) to (28) is obtained in detail.

Out-of-plane reinforcement:

However,

: Out-of-plane reinforcing adhesive strength [N / mm]

： Dimension of out-of-plane reinforcement of dangerous part [mm]

: Distance from the centroid of the dangerous part to the surrounding area (each direction) [mm]

: Required fixing length in the out-of-plane direction (distance from the centroid of the hazardous area to the end of the reinforcement [mm]
γ: Unit volume weight of dangerous part [N / mm ³ ]

: Out-of-plane reinforcement design seismic intensity [Dimensionless]

: Thickness necessary for reinforcement for out-of-plane reinforcement [mm]

: Out-of-plane reinforcement allowable displacement [mm]

: Required fixing length for in-plane reinforcing load [mm]

: Necessary fixing length with respect to peeling limit tension [mm]

: Effective Young's modulus of reinforcing material [N / mm ² ]

: Interfacial peeling energy [N / mm]
For example, the danger of collapsing in the out-of-plane direction is concrete, H = 200mm,

Design seismic intensity assuming 500mm, γ = 2.4 × 10 ^-5 N / mm ³

= 1.0, allowable displacement

= 200mm. Reinforcing material is SRFT-1:

= 280N / mm ²

= 0.9mm, the adhesive is SRF20:

= 0.7N / mm ²

= 0.7N / mm ²

Suppose that = 1 N / mm. The necessary fixing range and thickness calculated from the equations (38) and (39) are respectively

= 1200mm,

= 0.74mm. Therefore, it is calculated that it is sufficient to apply one layer. The reinforcing material strain is calculated to be 4.1% from the equation (27) and is equal to or less than the in-plane peel limit strain (6.7%) calculated by substituting the above physical property values into the equation (8). In addition, when suppressing the collapse displacement to 50 mm or less, as a reinforcing material, SRF2100:

= 4500N / mm ² ,

= 2.5mm, the required thickness is calculated to be 2.9mm. Therefore, a total of two layers of SRF2100, one layer each in length and width, will be applied. SRFT-1 is a biaxial woven fabric having an effective Young's modulus in both the vertical and horizontal directions, while SRF2100 is a uniaxial reinforcing material. The anti-collapse prevention effect when SRF2100 is applied vertically and horizontally resists the displacement of the dangerous part in both the vertical and horizontal directions, so we considered that the effects in each direction can be accumulated.

Effect of the Invention The present invention is superior in performance, workability, environmental performance, and cost compared to the conventional method. That is, since a highly flexible reinforcing material is used, it can be freely fixed to an existing reinforcing material or base material. Since a reinforcing material that hardly causes plastic strain is used, even if it undergoes repeated deformation, the shape is distorted by plasticization, and it does not break itself or destroy surrounding materials. The conventional reinforcing structure has a problem that when the deformation or external force exceeds the peeling limit of the reinforcing material or the fixing mechanism, the restoring force reaches a peak and becomes unstable. The fixing mechanism is mobilized and the reinforcing effect can be stably maintained. Unlike reinforcement using iron that plasticizes at a strain of about 0.2%, the reinforcement tension of the present invention elastically increases at least up to the design limit strain, and the restoring force increases accordingly. However, it is possible to provide a stable reinforcing structure in which a reduction in rigidity is small and a large restoring force is generated in the deformation. Since the method of the present invention uses a highly flexible and lightweight reinforcement material, the reinforcement material and the adhesive are transported manually even in places where the work space is limited such as the ceiling, the outer wall, or in the room in use. Then, the reinforcing work can be completed by cutting the reinforcing material into a suitable length with a hand-held scissors (cutting scissors) and performing adhesion or the like. Furthermore, since welding, cutting with an electric cutting machine, drilling with an electric tool, etc. are unnecessary, there is an advantage that there is no risk of damage to surrounding materials due to sparks or the occurrence of a fire. Also, in emergency measures after the occurrence of a disaster, there are many cases where electricity or the like cannot be used, and the method of the present invention in which no power machine is used manually is effective. Since the reinforcing material and adhesive of the present invention do not use a solvent and do not use a material such as carbon fiber or aramid fiber that may cause damage to the respiratory organs when sucking filaments, It is characterized by no health hazards caused by odor, dust, toxic gas, etc. during the service period. By using the method of the present invention to reinforce a planar member such as a wall, it becomes possible to increase strength and toughness by adhering a reinforcing material from one side. This significantly reduces the usability of the structure, the design changes, the construction period, and the cost due to the reinforcement compared to the conventional method.

  The method of the present invention is a method for realizing the reinforcement of a structure effectively in a short time at a low cost with almost no environmental impact, and the members and surroundings of the structure due to sudden disturbances such as earthquakes and typhoons. Although it is attached to, it provides methods, structures, materials, and design methods to prevent human damage, physical damage, and facility operation from occurring due to destruction or dropout. Compared to the conventional method, it provides a high reinforcement effect, reduces the materials and labor required for reinforcement, and reduces the amount of waste generated due to reinforcement work and disasters. Very useful.

It is a perspective view of the reinforcement structure which gave the reinforcement method by embodiment of this invention. It is sectional drawing of the reinforcement structure shown in FIG. FIG. 2 is a detailed view of a fixing portion (portion A in FIG. 1) when an SRF reinforcing material is installed as a brace. It is detail drawing at the time of installing an SRF reinforcing material as a clip (part B of Drawing 1), (A) is a perspective view and (B) is a B arrow line view of (A) figure. It is a detailed view at the time of installing the SRF reinforcing material as the detents 34 (part C of FIG. 1), (A) is a perspective view, (B) is a B arrow view of (A) figure. It is a figure for demonstrating the conventional reinforcement method. It is a figure for demonstrating the conventional reinforcement method. It is a figure for demonstrating the conventional reinforcement method. It is a perspective view of the wall reinforcement which gave the reinforcement method by embodiment of this invention. It is the perspective view which showed the column reinforcement method by embodiment of this invention. It is a graph of the calculated value and measured value of the ultimate deformation angle of the column which gave the column reinforcement method by embodiment of this invention. It is the perspective view which showed finishing removal among the wooden reinforcement methods by embodiment of this invention. It is the perspective view which showed the location with a degradation part among the wooden reinforcement methods by embodiment of this invention. It is the perspective view which showed the method of removing the degradation part among the wooden reinforcement methods by embodiment of this invention, replacing with new material, and reinforcing this by sticking a strip, pasting and box-type sticking. It is the perspective view which showed taper installation among the wooden reinforcement methods by embodiment of this invention. It is the perspective view which showed the reinforcement position marking out of the wooden reinforcement methods by embodiment of this invention. It is the perspective view which showed adhesive application among the wooden reinforcement methods by embodiment of this invention. It is the perspective view which showed reinforcement sticking among the wooden reinforcement methods by embodiment of this invention. It is the perspective view which showed the contact | adherence method after sticking a reinforcing material among the wooden reinforcement methods by embodiment of this invention. It is a flowchart of the reinforcement construction by embodiment of this invention.

Explanation of symbols

DESCRIPTION OF SYMBOLS 10 Ceiling board 12 Field edge 14 Field edge receiver 16 Suspension bolt 18 Hanger 20 Horizontal connection 24 Beam 26 Purlin 28 Roof

Claims (54)

  A reinforcing material that is a highly flexible material that is elastic with respect to a tensile load in the direction of the axis of the material and that has a rigidity against other loads that is so small that it can easily cause visible deformation by human power. And a reinforcing method for a structure, wherein the reinforcing object is fixed to a reinforcing object to be attached to the periphery and the reinforcing object is reinforced.   The fixing strength is smaller than the tensile fracture strength of the base of the object to be reinforced to be in contact with the reinforcing material, and the fixing material is fixed using a homogeneous toughness fixing mechanism until the fixing starts to be released. The reinforcing method according to claim 1, wherein the relative displacement between the reinforcing material and the base of the object to be reinforced is increased.   The reinforcing method according to claim 1, wherein the reinforcing material has elasticity against a tensile strain of 5% or more.   The reinforcing method according to claim 1, wherein the reinforcing material has elasticity against a tensile strain of 10% or more.   The reinforcing method according to claim 1, wherein the reinforcing material is a woven body having a tensile elastic modulus as a product standard value.   The reinforcing method according to claim 1, wherein a thickness of the reinforcing material is 0.5 mm to 10 mm.   The reinforcing method according to any one of claims 2 to 6, wherein the fixing mechanism is an adhesive layer formed using a one-component solventless adhesive having an interface peeling energy as a product standard value.   The reinforcing method according to claim 2, wherein a release limit crack width of the fixing mechanism is 2 mm or more.   The reinforcing method according to claim 2, wherein a value obtained by dividing the interfacial peeling energy of the fixing mechanism by the average fixing strength is 1 mm or more.   The reinforcing method according to any one of claims 1 to 9, wherein the reinforcing material is installed by being wound in a spiral shape.   The reinforcing method according to claim 1, wherein the reinforcing member has a tensile rigidity smaller than that of the object to be reinforced. The reinforcing method according to claim 1, wherein the fixing strength is less than 5 N / mm ² .   The reinforcing method according to claim 1, wherein the relative displacement is 1 mm or more.   The toughness fixing mechanism is formed by arranging a large number of mechanical fixing mechanisms in the axial direction of the reinforcing material, and the peeling strength of the fixing mechanism is smaller than the tensile fracture strength of the object to be reinforced and is homogeneous. The reinforcing method according to any one of claims 1 to 13, characterized in that:   The reinforcing method according to claim 14, wherein the mechanical fixing mechanism installation interval is 5 mm to 50 mm.   A structure reinforced by the reinforcing method according to claim 1.   A reinforcing material that is fixed to a reinforcing object that is to be attached to a member of the structure and surroundings, and that reinforces the reinforcing object, is elastic with respect to a tensile load in the axial direction of the material, and against other loads A reinforcing material characterized in that it is composed of a highly flexible material whose rigidity is such that it can be easily deformed by human power.   The fixing strength is smaller than the tensile fracture strength of the base of the reinforcing object that is in contact with the reinforcing material, and is fixed to the reinforcing object using a homogeneous toughness fixing mechanism, and the fixing starts to be released. The reinforcing material according to claim 17, wherein a relative displacement between the reinforcing material and the base of the object to be reinforced is increased.   The reinforcing material according to claim 17 or 18, which has elasticity against a tensile strain of 5% or more.   The reinforcing material according to claim 17 or 18, which has elasticity against a tensile strain of 10% or more.   The reinforcing material according to any one of claims 17 to 20, wherein the reinforcing material has a tensile elastic modulus as a product standard value.   The reinforcing material according to any one of claims 17 to 21, wherein the thickness is 0.5 mm to 10 mm.   The reinforcing material according to any one of claims 17 to 22, wherein the reinforcing material is installed or fixed by being spirally wound around an object to be reinforced.   The reinforcing material according to any one of claims 17 to 23, wherein the tensile rigidity is smaller than the tensile rigidity of the object to be reinforced. The fixing strength, reinforcing material according to any one of claims 17-24, characterized in that less than 5N / mm ^2.   The reinforcing material according to any one of claims 18 to 25, wherein the relative displacement is 1 mm or more.   A toughness fixing mechanism for fixing a reinforcing material to a member of a structure and a reinforcing object to be attached to the surroundings, wherein the fixing strength is smaller than the tensile fracture strength of the ground of the reinforcing object in contact with the reinforcing material, and A toughness fixing mechanism that is homogeneous and can increase the relative displacement between the reinforcing material and the base of the object to be reinforced until fixing starts to be released.   28. The toughness fixing mechanism according to claim 27, wherein the toughness fixing mechanism is an adhesive layer formed using a one-component solventless adhesive having an interface peeling energy as a product standard value.   The toughness fixing mechanism according to claim 27 or 28, wherein a release limit crack width is 2 mm or more.   The toughness fixing mechanism according to any one of claims 27 to 29, wherein a value obtained by dividing the interfacial peeling energy of the toughness fixing mechanism by the average fixing strength is 1 mm or more. 31. A toughness fixing mechanism according to claim 27, wherein the fixing strength is less than 5 N / mm < ² >.   32. The toughness fixing mechanism according to claim 27, wherein the relative displacement is 1 mm or more.   28. It is formed by arranging a large number of mechanical fixing mechanisms side by side in the axial direction of the reinforcing material, and the peel strength of the fixing mechanism is smaller than the tensile fracture strength of the object to be reinforced and homogeneous. The toughness fixing mechanism according to any one of -32.   The toughness fixing mechanism according to claim 33, wherein the mechanical fixing mechanism installation interval is 5 mm to 50 mm.   An adhesive for forming an adhesive layer that constitutes a toughness fixing mechanism for fixing a reinforcing material to a reinforcing member to be attached to a member of a structure and its surroundings. An adhesive, which is a liquid solventless adhesive.   A structure reinforced with the reinforcing material according to any one of claims 17 to 26.   A structure reinforced with the reinforcing material according to any one of claims 17 to 26 and the adhesive according to claim 33.   A structure reinforced by the reinforcing material according to any one of claims 17 to 26 and the toughness fixing mechanism according to any one of claims 27 to 34.   A reinforcing material that is a highly flexible material that is elastic with respect to a tensile load in the direction of the axis of the material and that has a rigidity against other loads that is so small that it can easily cause visible deformation by human power. And a reinforcing structure for a structure, wherein the reinforcing object is fixed to a reinforcing object to be attached to the periphery and the reinforcing object is reinforced.   The fixing strength is smaller than the tensile fracture strength of the base of the object to be reinforced to be in contact with the reinforcing material, and the fixing material is fixed using a homogeneous toughness fixing mechanism until the fixing starts to be released. The reinforcing structure according to claim 39, wherein a relative displacement between the reinforcing material and the base of the reinforcing object is increased.   The reinforcing structure according to claim 39 or 40, wherein the reinforcing material has elasticity against a tensile strain of 5% or more.   The reinforcing structure according to claim 39 or 40, wherein the reinforcing material has elasticity against a tensile strain of 10% or more.   The reinforcing structure according to any one of claims 39 to 42, wherein the reinforcing material is a woven body having a tensile elastic modulus as a product standard value.   44. The reinforcing structure according to claim 39, wherein the reinforcing material has a thickness of 0.5 mm to 10 mm.   45. The reinforcing structure according to any one of claims 40 to 44, wherein the toughness fixing mechanism is an adhesive layer formed using a one-component solventless adhesive having an interface peeling energy as a product standard value. .   The reinforcing structure according to any one of claims 40 to 45, wherein a release limit crack width of the toughness fixing mechanism is 2 mm or more.   47. The reinforcing structure according to claim 40, wherein a value obtained by dividing the interfacial peeling energy of the toughness fixing mechanism by the average fixing strength is 1 mm or more.   The reinforcing structure according to any one of claims 39 to 47, wherein the reinforcing member is installed by being spirally wound.   The reinforcing structure according to any one of claims 39 to 48, wherein the reinforcing member has a tensile rigidity smaller than that of the object to be reinforced. Reinforcing structure according to any one of claims 39 to 49 wherein the fixing strength, characterized in that less than 5N / mm ^2.   The reinforcing structure according to any one of claims 40 to 50, wherein the relative displacement is 1 mm or more.   The toughness fixing mechanism is formed by arranging a large number of mechanical fixing mechanisms in the axial direction of the reinforcing material, and the peeling strength of the fixing mechanism is smaller than the tensile fracture strength of the object to be reinforced and is homogeneous. 52. The reinforcing structure according to any one of claims 40 to 51, wherein:   53. The reinforcing structure according to claim 52, wherein the mechanical fixing mechanism installation interval is 5 mm to 50 mm. A structure reinforced with the reinforcing structure according to any one of claims 39 to 53.

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